With double clicking on a design object you enter its calculation window.BETONexpress
RUNET software
1.
User’s Manual
6
.
General
BETONexpress is a software that covers the design and analysis of concrete components according to Eurocode 2. section capacity. continuous beams in uniformly distributed loading. In one project you can create as many concrete components (design objects) as you desire. report previewing and printing exporting. A reinforcing bar schedule is also produced. For your design you can choose Eurocode 2. The detailed calculations can be viewed immediately. various engineering tools are included: unit conversion. guides you through the use of the program and the Eurocode provisions.A. one span in composite loading. The calculations of concrete components performed by BETONexpress cover all the needs of a structural design firm. loads and design code parameters of concrete components. The report shows in detail all the calculations and the design steps with references to the corresponding design code paragraphs. A dedicated window helps you working with the design objects in a project.Q. Online user's manual and frequently asked questions (F. the allowable stress method may be used. EN 1992-1-1:2004 or (EC2) ENV 1992 Design of concrete structures. Eurocode 2 is used for the concrete design. one-way continuous slabs. isolated columns. section properties. The CAD modulus of the program automatically creates detailed drawings. lateral earth pressure coefficients. according to the needs of your region and the Eurocode National application document of your country. Default values and checks for erroneous input values. two-way slabs. section capacity with FRP strengthening flat or sloped footings. centrically or eccentrically loaded. and the design is immediately performed. Eurocode 7 for the geotechnical design. section capacity with FRP strengthening beam sections in bending shear and torsion. section capacity with FRP strengthening column sections in biaxial bending. The report can be exported to PDF and Word files. From the parameters menu you can adjust the default dimensions. All the data are stored automatically in one file. code parameters and material properties. In a unified environment you design concrete elements in a simple way.) are included in the program. Each concrete object is well marked with a name and an icon. Eurocode 8 for the seismic design. In addition in the design of footings and gravity retaining walls. With right clicking on a design object you can select actions like computations. reinforcing bar properties. eccentric footings gravity type backwards inclined or not. or drawing. The concrete components you can design are: Solid and ribbed slabs • • • • • • • • slab sections. You can select the objects to be included in the final project report. facilitate the input data process. section capacity. and the reinforcing bar schedule. The report quality is high with sketches. section capacity. cantilever walls
Beams of rectangular or T section
Columns
Spread footings Retaining walls Corbels-brackets Deep beams In addition. and Eurocode 6 for gravity wall design. area computations. It simplifies all the repetitive and time-consuming every day calculations for concrete elements. In case of inadequate design warnings in red colour appear in the report. and a special editor can be used to add or edit reinforcing bars. You can edit. copy or delete design objects in a project with a click of the mouse. graphs and formulas. You can adjust the material properties and the design code parameters according to the requirements of the National application document. cantilever slabs. A context-sensitive Help system. In a graphical added environment you specify the necessary dimensions.

BETONexpress

RUNET software

2.

After program installation
The program is based on the structural Eurocodes. The application as well as the parameters of Eurocodes may differ from country to country. It is advisable to consult the National Application Documents, which define the parameters, the supporting standards and provide national guidance on the application of Eurocodes. After the installation of the program, the user must adjust various parameters such as material constants, safety factors, default values, and minimum requirements for reinforcement. The user can decide the appearance of the report by adjusting: user defined graphic and logo text, page margins, font selection, size of indentation etc. The report parameters must also be adjusted to meet the requirements of the program user.

From Parameters: • • • • Design rules. You can select the design code you want to use.(select Eurocode or native code for concrete design, Eurocode 7 or allowable stresses for foundation design, seismic design) Concrete and steel class. You select the default concrete class and reinforcing steel class. Eurocode transition, select EN or ENV version of Eurocodes to apply in the design. Concrete properties, Reinforcing steel properties, Soil properties, Fiber Reinforced Polymer materials. You can adjust the characteristic properties according to the requirements of your region or country. For this it is advisable to consult the National Application Document of the Eurocodes 2, 6, 7, 8 and 1. Parameters of reinforced concrete, Parameters of footings, Parameters of retaining walls. You can set the default values for the various design pars.

•

From Report setup: You can adjust the report appearance (margins, font, cover, company logo, page caption, page footnote, indentations, graphic appearance, pagination). From [Setup/Decimal point] you can select type of decimal point symbol. You check the right appearance of Greek mathematical symbols in the report. If you do not get the right appearance of Greek characters, then from [Setup/Greek character support], you can select the Greek characters to appear explicitly with English characters. According to the notation used in the Eurocodes the report contains many Greek mathematical symbols. Depending on the Window installation the Greek mathematical symbols may or may not appear right. If you have Windows XP or 2000 you may add Greek language support in your Windows. Go to [Settings/Control Panel/Regional and Language Options/Advanced]. If your Windows do not support Greek mathematical symbols, then from [Setup/Greek character support] select NO. The Greek characters will appear as alpha, beta etc., in the report. You can change program language from [Setup/Language Set-Up]. By changing the language and confirm it by [apply]. You must recalculate the design objects to take the new language in the report. From [Help/Program user's manual] you can read or print the program user's manual.

User’s Manual

7

BETONexpress

RUNET software

3.

Basic philosophy in program use
With the program you create and manipulate various design objects. The design objects can be a variety of concrete parts of a structure such as: slabs, beams, columns, footings, retaining walls, corbels, deep beams. All the program activity takes place within the main window. Within a project you may create as many design objects as you want. All the data are saved in one project file. A common report and reinforcing bar schedule is created. You can select the concrete objects that you want to include in the report and the rebar schedules. The main window displays and handles all the necessary information and actions for the design objects of the project. You can create new design objects with the action buttons at the top of the main program window. Each design object, with a name you specified, and a characteristic icon, is shown in a list in the [Design objects] window. From this window you can regulate their appearance and the order of appearance in the report. The right side window shows the calculations of the selected design object. By double clicking a design object you enter its calculation window, where you specify the dimensions, the loads and the design code parameters. When the object is created the parameters take the default values. All the required data are well marked with a sketch, and the appropriate dimensions. The program constantly checks for wrong or inappropriately entered values. With right clicking a design object you can select from the popup menu actions like computation, report previewing, printing, exporting, or CAD drawing. In front of every design object is a check box. Only the objects that are checked will be included in the common report and reinforcing bar schedule. The basic steps in using the program are: • • • • • • • • • • Open a Project File from menu [Files]. Select a design object, from the [Design objects] window, or create a new one from the action buttons at the top of the main program window. Activate the computations of the object, by double clicking the design object or by clicking the computations button. If it is a new object the computations are activated automatically. In the object's calculation window enter the necessary data for the particular design object and do the computations. In the calculation window you may see the drawing of the object, its reinforcement lay out, and you may preview or print the report of that particular design object. Check the objects you would like to appear in the report, and adjust their order of appearance in the [Design objects] window. Preview and Print the report and the reinforcing bar schedules, for the marked objects. Specify the design and code parameters, and the default values from the menu Parameters Adjust the report appearance and the contents. Adjust also the units used in the report. Adjust program appearance and basic parameters.

User’s Manual

8

BETONexpress

RUNET software

4.

Design objects
The design objects can be a variety of concrete parts of a structure such as : slabs, beams, columns, footings, retaining walls, corbels, deep beams. We will refer to these calculations as design objects, concrete objects or structural objects. You create the design objects with the action buttons on the top. In a project you may create as many design objects, as you want. Automatically the program gives a default name to each object, (which you may change), and assigns a small characteristic icon in front to recognize the type of the design object. The design objects are autonomous and each one has its own drawings, material properties and computations. All the design objects of the project are listed in the window at the left, which is the basic window in working with the design objects. By selecting (clicking at) an object, the corresponding computations appear on the right window. If the object appears in red colour, the computations have errors or are not satisfying. The sketch of the selected design object appears underneath. With double clicking on a design object you enter its calculation window. With right clicking on a design object you can select actions like computations, report previewing and printing exporting, or drawing. The objects checked in front, are included in the report, and the reinforcing bar schedules. A common report and reinforcing bar schedule is produced from the selected objects. In the Report Setup you may specify the report of each design object to start in a new page. The order of the objects (which is also the order of appearance in the report), is regulated with the two buttons . You can delete one or more selected objects by clicking at Del key or , (multiple selection of design objects with [Shift] and mouse click, or [Ctrl] and mouse click). You can duplicate a selected object by clicking at .

5.

Calculation Window
A calculation window has a typical sketch of the concrete object that is to be designed. All the necessary input data are marked with their dimensions. Depending on the speed of the computer the user can choose to have the computations performed simultaneously with the data input/change or when clicking the button [Computations] The calculations appear in the window underneath. This window can expand by clicking [Report Up]. Warnings and errors for inadequate design values are shown in red in the calculations. You can enter a CAD drawing of the concrete component by clicking [Drawing], or by double clicking at the centre of the sketch of the concrete object. The size of the letters in the object graph can be adjusted from Report Setup. When the object is created all the parameters take default values. A check is always made for wrong or erroneous input values. After the computations an OK or Error (in red) message is shown on top left. By clicking at Drawing a detailed drawing appears. With Preview and Print the full report of that object may be previewed or printed. From this preview you can export the report to PDF or Word file.

User’s Manual

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BETONexpress
RUNET software
6. The data are saved automatically as you change them and you do computations. All the structure objects are saved in the same unique file with an extension [BetonExpressData]. When you specify a new file name you don't have to type in the extension. The unit of every value in the report is also marked. The unit of any input value is marked next to the place you enter the data.
Files
You create.
Units
The units used in the program are SI (System International Metric) units. [kN]
moments [kNm] stresses [N/mm²] = [GPa] concentrated loads [kN] distributed loads line loads [kN/m²] [kN/m]
reinforcing bar diameter [mm] concrete cover [mm] You can select the units for the reinforcement in the report from [Setup/Units in report]
User’s Manual
10
. open and save files.
7. Units used in the program: length forces [m] .

from the [Design objects] window.
In the window with the computations. enter the necessary data for the particular design object and click on . automatically you enter the computation window for this object. You may select an existing design object. margins. Select (check) the objects you want to include in the report. Automatic generation of CAD drawings. e. and activate the computations by double clicking at the object.
Step by step. program use
Open a Project File. Footing-001. When the Auto-computation is checked. Adjust the appearance of the report. Preview report. line distances.
Create a new Design object.
Click to see more of calculations.g. captions and footnotes. With the arrows you can adjust their order of appearance in the report.BETONexpress
RUNET software
8. the calculations are performed automatically when you change the data. the computations and the dimensions are adequate. From preview you can export the file to PDF or Word format. If the design has problems due to inadequate dimensions this message will appear.
Report setup. You can adjust: font size. new page after each object printout. or by clicking at . Use New for new project and Open for an existing project file. A message appears if design is OK. The data are saved automatically. In the report only the objects checked in front will appear. All the data are saved in the same file.
All the computations for the design object are performed. character font. line thickness and paragraph indentation Print the report
User’s Manual
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. From the drop-down buttons on the top.

In order to edit the material properties or other design parameters. and in retaining walls). according to Eurocode 8 No seismic design. according to Eurocode 7. you adjust the partial safety factors for Eurocode 7. footings and retaining walls. From the Parameters you set: Concrete and Steel class. Fibre Reinforced Polymer (FRP) materials. You select also the default properties for concrete. and the coefficients for the wall stability analysis with allowable stresses. you adjust the partial safety factors for Eurocode 7. Eurocode 2 or native code for concrete design. select EN or ENV version of Eurocodes to apply in the design. according to Eurocode 6 Working Stress Design (allowable stresses)
Seismic design • • Seismic design. participation factor of passive earth pressure.1
Concrete and steel class
Select the default values for concrete class and reinforcing steel class. Eurocode 7 or allowable stresses for foundation design. etc. default rebar diameters.
User’s Manual
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.
9. Soil properties. Working Stress Design (allowable stresses)
Design of gravity type retaining walls • • Ultimate Limit State Design.2
• •
Design rules
According to Eurocode 2 Native Concrete Design Code (if available)
Options: Reinforced Concrete Design
Geotechnical design for footings and retaining walls • • Ultimate Limit State Design. select the design code you want to use. Parameters of retaining walls. Eurocode 6 or allowable stresses for gravity wall design.
Parameters
By setting various design parameters you adapt the Eurocodes to the native requirements. Concrete properties. For this it is advisable to consult the National Application Document of the Eurocodes 2. Design Rules. first you have to click the edit procedures. Eurocode transition. seismic design or not. to unlock
9. you adjust the load factors and you set the default values for concrete cover. (in footings. according to the National Application Documents. columns. default values for concrete and steel class.BETONexpress
RUNET software
9. . beams. you adjust the characteristic properties according to the requirements of your region. Reinforcing steel properties. Parameters of footing design. and the coefficients for the foundation analysis with allowable stresses. minimum and maximum rebar requirements for slabs. and you set default values for various design requirements. Parameters of reinforced concrete. 7 and 1. reinforcing steel and soil to be used in the program. You update and set the material and soil properties.

select EN or ENV version of Eurocodes to apply in the design. The minimum and maximum values for the steel bar diameters are the low and upper limits of the bar diameters which are used in the design. Eurocode 0.4
Parameters of reinforced concrete
Default values for parameters of the reinforced concrete design Default values for action coefficients for permanent and variable actions and load combination coefficients for variable actions.
9.
User’s Manual
13
. In the design of a concrete member the mean reinforcing steel diameter is used as a default value.BETONexpress
RUNET software
9. minimum mean and maximum steel bar diameters and spacing for slabs beams columns and footings These parameters may be adjusted according to the design code requirements and National Application Document for Eurocode 2.3
Eurocode Transition (insert screen)
Eurocode transition. Default values for concrete cover. EN 1990:2002.

Seismic design. (Eurocode 2 does not mention anything about the min-max steel percentages for footings).5.5. Design ground acceleration.3.1.5. or the native design code for earthquake resistance of structures. STR and GEO limit cases. to unlock
9.
9. for EQU.5
Parameters of footings
These parameters may be adjusted according to the design code requirements and National Application Document for Eurocode 7.4 Seismic design
The seismic design for footings is according to Eurocode 8 Part 5.
9. The spacing of the reinforcing bars in the design of footings will not exceed the maximum spacing specified in these parameters.3 Reinforced concrete design
Default values for action coefficients for permanent and variable actions. . The minimum and maximum values for the steel bar diameters are the low and upper limits of the bar diameters which are used in the design.BETONexpress
RUNET software
9. first you have to click the edit procedures. You can adjust them according to the requirement of National Application Document. Default values for concrete cover.5. Some factors although for the seismic design must be adjusted according to the National Application Document of Eurocode 8. In the design of footings the mean reinforcing steel diameter is used as a default value.
9. You specify the default option for designing or not for seismic loading. a part only of the live loads must be considered. The horizontal seismic acceleration is
User’s Manual
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. You specify the default design ground acceleration ratio α. In order to edit the material properties or other design parameters. and load combination coefficients for variable actions. If checked the minimum and maximum steel percentages are computed according to Eurocode 2 §9. Requirements for min-max reinforcement as slabs. This part is defined by a factor specified in these parameters.1 Design according to Eurocode 7
Partial safety factors as defined in Eurocode 7 Annex A.2 Design with allowable stresses
When you design with allowable stresses and seismic loading. and minimum mean and maximum steel bar diameters and maximum spacing for reinforcement.

The upper limit for the ratio of the (effective footing area)/(footing area) can be specified. You can adjust them according to the requirement of National Application document. Participation factor for passive earth pressure. In seismic design.50. In many design codes this factor is about 1. Additional factors according to Eurocode 8. (effective footing area is considered the contact area of footing and soil).§ 7. Usual values for these safety factors are 1.6.6
Parameters of retaining walls
Default values for parameters of the design of retaining walls.
9.3.§ 7.1 Wall stability according to Eurocode 7
Partial safety factors as defined in Eurocode 7 Annex A. The vertical seismic coefficients is taken according to Eurocode 8 Part 5.50. when you design with allowable stresses. which you specify in this set of parameters. The usual value for coefficient c (Eurocode 8 Part 5.2 Wall stability with allowable stresses
Safety factors.50.2 as: kv=cxkh. Increase of allowable soil bearing pressure. you can increase the allowable soil pressure by a factor.2.33. B= footing width) is imposed for the loading on the wall foundation. 7 and 8. These parameters may be adjusted according to the design code requirements and National Application Document for Eurocode 2. This coefficient has a usual value 0. Safety factors for wall stability (overturning). A limit in the eccentricity ratio (e/B e=load eccentricity. it sets an upper limit to the eccentricity of the load. In seismic design.20 to 1.2) is c=0.
User’s Manual
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.30. which corresponds to load eccentricity ratio 0. Eccentricity limit.3. In designing with allowable stresses you can reduce the favourable effects of the passive earth pressure by the reduction factor.
9.
9.BETONexpress
RUNET software
taken as ah=αxg (where g is the acceleration of gravity). Specifying a limit value for the effective footing area. you can specify a limit for the load eccentricity on the footing.6. and sliding. for EQU STR and GEO limit cases.

3.5 Reinforced concrete design
Default values for concrete cover.1. and kv=cxkh.
9. fv [N/mm²] allowable shearing stress.30. and maximum steel bar diameters. or the native design code for earthquake resistance of structures.6. Design ground acceleration. §4. In some design codes this factor is about 1. In seismic design. Additional factors according to Eurocode 8.5. when you design with allowable stresses. (Eurocode 2 does not include anything about the min-max steel percentages for footings). you can increase the allowable soil pressure by a factor. Increase of allowable soil bearing pressure.00. (design according to Eurocode 6)
Properties of masonry wall materials.6.3. The usual value for coefficient r according to Eurocode 8 Part 5.50. for walls with possibility of small sliding is r=2. The usual value for the coefficient c according to Eurocode 8 Part 5.
User’s Manual
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. In seismic design. The horizontal seismic acceleration is taken as ah=αxg (where g is the acceleration of gravity). the safety factors against sliding and overturning maybe reduced towards 1. Requirements for min-max reinforcement as slabs. Table 7. when you design with allowable stresses. In the design of the wall stem and the footing the mean reinforcing steel diameter is used as a default value.4 Gravity retaining walls (design with allowable stresses)
Properties of masonry wall materials. minimum.20 to 1. You specify the default design ground acceleration ratio α.
9.3)
9.§ 7.6.50. §3.2. Part 5.2 is c=0.1. Safety factors.6. The horizontal and vertical seismic coefficients affecting all the masses are taken according to Eurocode 8 Part 5. ft [N/mm²] allowable tensile stress. which is used in the design will not exceed the maximum spacing specified in these parameters.6.3 Gravity retaining walls. Some factors although for the seismic design must be adjusted according to the National Application Document of Eurocode 8 Part 5.00 to 1. Seismic design. If checked the minimum and maximum steel percentages for the wall footing are computed according to Eurocode 2 §9.6 Seismic design
The seismic design is according to Eurocode 8. § 7.3.BETONexpress
RUNET software
9. and maximum spacing for reinforcement for the retaining wall stem and the footing.2.2 as: kh=α/r. fk [N/mm²] characteristic compressive strength of the masonry (Eurocode 6. You specify the default option for designing or not for seismic loading. fc [N/mm²] allowable compressive stress. The spacing of the bars in the steam and the footing. The minimum and maximum values for the steel bar diameters are the low and upper limits of the bar diameters which are used in the design.2) fvk0 [N/mm²] characteristic shear strength (Eurocode 6. mean.

bonded together with a polymeric matrix. (effective footing area is considered the contact area of footing and soil).R.33. If you want to reset all your parameters to the original values of the program. This factor has a usual value 0. you can specify a limit for the load eccentricity on the wall footing.
User’s Manual
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. In order to edit the FRP material properties: in order to unlock the edit procedures insert and delete buttons. such as epoxy.50.P. According to Eurocode 8 Part 5. qu: bearing capacity.67) of the soil shearing resistance.
γd: dry unit weight . c: cohesion
qa: allowable bearing pressure.2 3 (6) the shearing resistance between soil and wall is restricted to be less than a ratio (2/3=0. This coefficient has an usual value 0. µ: Poisson ratio. Materials made from carbon (CFRP). polyester or vinylester.
9.BETONexpress
RUNET software
In seismic design. These materials have high strength and stiffness in the direction of the fibres. press the button
If you reset all parameters ALL your user defined values will be LOST. glass (GFRP).3. it sets an upper limit to the eccentricity of the load. § 7. In the seismic loadings.).50. low weight and they resist corrosion. You can any time change the parameters from inside the calculation window. The upper limit for the ratio of the (effective footing area)/(footing area) can be specified. from [Parameters/Soil properties].8
FRP Fibre Reinforced Polymer Materials
Fibre Reinforced Polymer materials (F. Specifying a limit value for the effective footing area. or aramid (AFRP). a reduction factor can be applied on the favourable effects of passive earth force. which corresponds to load eccentricity ratio 0.
You can edit the values of the soil properties.
Ks: modulus of subgrade reaction. γs: saturated unit weight φ°: angle of internal friction.
9. Es: modulus of elasticity.9
Reset all parameters
From the menu [Setup/ Show all parameters] setting you can see the default values you have chosen for your designs. Ef characteristic elastic tensile modulus [Gpa] ftk characteristic tensile strength [Mpa]
9. Program will close down and you must restart the program.7
Soil properties
insert and delete buttons. are used as coatings to strengthen reinforced concrete components.

BETONexpress
RUNET software
10. the reinforcing bar diameter which is going to be selected in the design. which may be changed any time. slab-001. which is used in the design of the concrete object.
10.1. The default values for the program are set from [Parameters/Concrete and Steel class]. then only the selected bar diameter will be used in the design of the concrete If you check element. When a design object is created the concrete and steel classes are set automatically to the default values.1. The
User’s Manual
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.2 Concrete-Steel Class
Concrete and steel classes used in the calculations of the design object. If you do not check next to the bar diameter.1 Name of design object
Every design object has a name.3 Reinforcing bar diameter
You specify the reinforcing bar diameter. General input data for concrete components
Most of the concrete design objects have some basic common data as follows: • • • • • • • • Name of design object Concrete and reinforcing steel class Material factors Partial safety factors for actions Load combination coefficients for variable actions Concrete cover Reinforcing bar diameter Include rebar schedule in report
10. resulting in economical reinforcement.1. If the selected diameter although is outside the limits (minimum and maximum rebar diameter) is not going to be used. is going to be a bar diameter. In the creation of each object the program assigns a default name e. (names up to 16 characters long)
10. Beam-002 etc. which appears in the report.g.

1.1.1. and γQ=1.2. [Parameters/Parameters of retaining walls]. the corresponding rebar schedule is included in the end of the report of each concrete object.
γc
for concrete. Annex A1)
Factors for the combination of permanent and variable actions. To select other bar diameter click the arrow and choose from the standard diameters for reinforcing bars.4 Table 2. For more severe environment as humid environment with frost and de-icing salts.4. [Parameters/Parameters of footings]. The values defined in Eurocodes for these factors are γG=1.2)
Concrete cover Cnom is the distance between the outer surface of the reinforcement and the nearest concrete surface.7. are the ones specified in the [Parameters/Reinforced Concrete]. or seawater environment.5 Partial safety factors for materials (Eurocode 2 §2.1.
If checked.4 Partial safety factors for actions (Eurocode 0.N)
Factors to take account for the differences between the strength of test specimens of the structural material and their strength in situ.1. and
γs
10.j +γQ.
10. Include rebar schedule in report.
10. Eurocode 0 Annex A 1. The rebar diameter for beam stirrup reinforcement is defined in [Parameters/Reinforced Concrete].6 Concrete cover (Eurocode 2 §4.4 Table 2.j Gk.1. when a design object is created.
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. (Eurocode 2 §2.i Qki 10.4.1 Qk.1.4. Minimum required concrete cover depending on the environmental conditions is given in Eurocode 2 §4.1+ΣγQ. for humid environment without frost 20 mm. The initial values for the reinforcing bar diameter.
fd=fk/γm
where
γm
is the material factor. In general: The minimum cover for dry environment and for interior of buildings is 15 mm. and for humid environment with frost 25 mm.2.2.35. for interior and exterior concrete components the minimum cover is 40 mm.4.1.50 The design values for actions are combined as:
ΣγG.BETONexpress
RUNET software
lower and upper limits of rebar diameters for the concrete objects are specified in [Parameters/parameters for reinforcing concrete].N) The design strength of the materials is for reinforcing steel.i ψQ.

slab supported on three edges and having one edge free. Ultimate moment capacity of slab section with given reinforcement. Basic principles.2. A load factor <=1. The tensile strength of concrete is ignored. and uniform load with dead and live components on the spans. Concrete slabs
Dimensioning of concrete slabs of solid or ribbed cross section. can be specified. Full code check. and compute the ultimate capacity of slabs sections and slabs with FRP (Fibre Reinforced Polymers) jackets. You can design the following slabs: Slab sections. EN 1990:2002 ). Design of slab section of solid or ribbed type subjected to a bending moment. The type of each edge support (simply supported or fixed).
11. Design of cantilever slabs of variable thickness. Design of one-way continuous slabs up to 8 spans with optional end cantilevers. subjected to a bending moment. The design moments can be modified by a moment redistribution. in ultimate limit state for bending. according to Eurocode 2. The lengths.3. Ultimate moment capacity of slab section with given reinforcement and strengthened with FRP (Fibre Reinforced Polymer) jacket. Section capacity.1
Slabs section design
Design of slab section. You may check to use specific reinforcement diameter or the program optimises the reinforcement around the desired diameter. Marcus method. if the percentage of moment redistribution is specified >0. and slabs supported on two adjacent edges and having the other two free. §9.
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. can be specified for each slab side. or one-way multiple span concrete slabs. Ultimate Limit state for bending. graphs. the slab height and the loading may be specified for every span. The default diameter for longitudinal reinforcement is defined in [Parameters/Reinforced Concrete/Plates].4N. Three categories of two-way slabs are considered. and code references is produced. You specify the desired diameter for flexural reinforcement. Linear elastic theories are used for the computation of bending moments. A detailed report with all the computations. Table 7. is performed.5. The reinforcing steel detailing and minimum requirements are according to Eurocode 2 §8. Eurocode 2 §5. Plane sections remain plain The strain in bonded reinforcement is the same as the surrounding concrete. Cantilever slabs. You can design two-way slabs. Eurocode 2 §6. The design actions are obtained with combination of permanent and variable actions γG Gk +γQ Qk. of solid or ribbed type. The flexural reinforcement is computed according to Eurocode 2 § 6. One-way multiple span slab.BETONexpress
RUNET software
11. The stress-strain diagram for concrete and steel is as in the figures below. and the spacing and number of reinforcing bars are obtained.1.4. The static solution is performed with finite element analysis taking into account the most unfavourable placing of live loads on the spans in order to obtain the maximum or minimum design values for bending moments. Uniformly distributed dead and live loads and concentrated line loads (dead and live) at the free end. or tables by Czerny or Bares of linear analysis are used for the computation of the bending moments. (Eurocode 0. Section capacity with FRP jacket. Two-way slabs.1. The design in ultimate limit state of cracking is limited to the requirements of slenderness according to Eurocode 2 §7. The support moments are computed at the faces of the supports. The reinforcing bars are automatically placed in the reinforcing bar schedules. The reinforcing bars are automatically placed in the reinforcing bar schedules. Slabs supported on all four edges.00 can be specified for each span to introduce the load distribution in continuous 2-way slabs.

You may check to use specific reinforcement diameter or the program optimises the reinforcement around the desired diameter.00 m.BETONexpress
RUNET software
Slab thickness h in meters [m].1 for solid slabs is 50 mm.
11. the slab height and the loading can be specified for every span. §9. The flexural reinforcement is computed according to Eurocode 2. On the right window you specify slab thickness.1.3. according to Eurocode 2. and the spacing and number of reinforcing bars is obtained. is performed. are reduced by the ratio of moment redistribution. The loads are multiplied by a load factor k (default value 1. The design moments are redistributed (EC2 §5. On the left window you can change values for each span. and uniform dead and live loading on the spans. Cantilevers at the left and right end can be specified. The design actions are obtained with combination of permanent and variable actions as in EN 1990:2002 (γG Gk +γQ Qk). The static solution is performed with finite element analysis taking into account the most unfavourable live load placing on the spans in order to obtain the maximum or minimum design values for the bending moments.4. graphs. calculated using linear elastic analysis.3. The reinforcing steel detailing and minimum requirements. You specify the desired diameter for flexural reinforcement. The default diameter for longitudinal reinforcement is defined in [Parameters/Reinforced Concrete/Plates]. in ultimate limit state for bending.00). §6.2 Table 7. They are analysed as continuous beams with rectangular cross section of width 1. are according to Eurocode 2 §8. The support moments are computed at the faces of the supports. The reinforcing bars are automatically placed in the reinforcing bar schedules. The reinforcing bars are automatically placed in the reinforcing bar schedules.2
One-way multiple span slabs (up to 8 spans)
Design of one-way continuous slabs up to 8 spans with optional end cantilevers. with a corresponding increase of the positive span moments. The slabs may have solid or ribbed cross section. such as the resulting moments along the plate remain in equilibrium. This factor is used for the load distribution when two dimensional in plane solution of a slab system is performed.5).4N. The span length. span length. if the percentage of moment redistribution is specified >0. The design in ultimate limit state of cracking is limited to the requirements of slenderness according to Eurocode 2 §7. In the moment redistribution the negative support moments. A detailed report with all the computations. Full code check. The minimum slab thickness according to Eurocode 2 §5. and code references is produced. and loads and by pressing the set button you set these values for all the spans.
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.

when two dimensional in plane solution of a slab system is performed. is defined by the user in percent (%). γG Gk +γQ Qk). The ratio of redistributed moment. are reduced by the ratio of moment redistribution. calculated using linear elastic analysis. are computed at the support faces at a distance b=bsup/2 from the axis of the support. thickness h. and q for the live load on the slab. By clicking at you set the values for the loads at all the spans to the default values.00). you specify the existence of cantilevers at the left or the right end. The total dead load is computed by the program as g=(g1+self weight).
11. To set the span length for each span click and edit the corresponding cell at the left window under the beam sketch. Slabs supported on three sides and with one side free.
11.
11. Clicking at the thickness at all spans is set to the default value. for the computation of the reinforcement over the supports.2. From the left window you may change these values for span length L. such as the resulting moments remain in equilibrium (Eurocode 2.
The loads are multiply by a load factor k (default value 1.3 Number of spans
You specify the number of spans of the continuous slab. At the cantilevers (if they exist) the span length is set to (1/4) of the default value. the default thickness ho.2.
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.2. is the default span length.3
Two-way slabs
Three categories of two-way slabs are considered. with a corresponding increase of the span moments. The loads are multiplied by a load factor k (default value 1.5).
11.2. in meters [m]. in continuous slab.00). §5.1 Slab thickness
Slab thickness ho. By checking cantilever at left or cantilever at right.2. is the default slab thickness of the spans. The spans are automatically created with the default length Lo.2. From the left window under the slab sketch.6 Support width
Mean support width in meters (m). Slabs supported on two adjacent sides and with the other two sides free. This factor is used for the load distribution when two dimensional in plane solution of a slab system is performed
11. Slabs supported on all four sides. and loads g and q.
11. and the default loads g and q.2 Span length
the span length is set to the default Slab length Lo in meters [m].5 Percent of moment redistribution
The support moments.4 Loads
Default loads in [kN/m²]. Clicking at value at all the spans.BETONexpress
RUNET software
11. To set the thickness for each span click and edit the corresponding cells at the left window under the beam sketch. The design support moments. The design actions are obtained with combination of permanent and variable actions as in Eurocode EN 1990:2002. g1 for the dead load of the slab finishing. Load factor K. you may change these default values for every span. to the moment before redistribution.

. Ernst Sohn.Lx. Tables for the Analysis of Plates. my=q. 2nd ed. The direction with the maximum bending moment defines the lower reinforcement layer. Beton Kalender 1983.TV for shear forces are vx:=±q. according to Eurocode 2. 1983 the values for bending moments are mx=q. Bauverlag GmbH.
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.1. in ultimate limit state for bending. Tafeln fur vierseitig und dreiseitig gelagerte Rechteckplatten .. These shear forces. The design methodology for computing the bending moments is: Tables of Czerny Czerny F. The flexural reinforcement is computed according to Eurocode 2 §6. Berlin.Ly². Marcus H. EN 1990:2002 ( γG Gk +γQ Qk). The design actions are obtained by the combination of permanent and variable actions as in Eurocode 0. The method is based on two orthogonal strips of unit width at midspans having equal deflections in the middle.Lx.. and the spacing and number of reinforcing bars is obtained.TV. is performed. Slabs and Diaphragms Based on the Elastic Theory..
The two directions x-x and y-y of the slab are designed separately. in the two main directions. Wiesbaden und Berlin 1971 the values for bending moments are mx=q. You can check to use specific reinforcement diameter or the program optimise the reinforcement around the desired diameter. Full code check.. This simplified model does not take into account the transverse shear forces along the sides of the plate strips. From this the total slab load q is split into two parts. "Die vereinfachte Barechnung biegsamer Platten". The reinforcing steel detailing and minimum requirements are according to Eurocode 2 §8. The design in ultimate limit state of cracking is limited to the requirements of slenderness according to Eurocode 2 §7.TV TV are coefficients obtained from tables for various Lx/Ly ratios and support conditions
Marcus method of analysis.BETONexpress
RUNET software
Linear elastic theories are used for the computation of bending moments. Table 7. which reduces the deflections of the strips. Berlin.Lx²/TV mx=q. The reinforcing bars are automatically placed in the reinforcing bar schedules. Tables of Bares Bares R.42. The reinforcing bars are automatically placed in the reinforcing bar schedules. 1929. You specify the desired diameter for flexural reinforcement.TV vx:=±q. is taken care with additional approximate formulas introduced by Marcus.Lx²/TV for shear forces are vx:=±q.3.Lx². caused by the continuity between individual plate strips produce torsional resistance. The default diameter for longitudinal reinforcement is defined in [Parameters/Reinforced Concrete/Plates]. §9.Lx/TV TV are coefficients obtained from tables for various Lx/Ly ratios and support conditions. Springer-verlag.4N. qx=kq and qy=(1-k)q.Lx/TV vx:=±q. The effect of torsional resistance of the plate in reducing the span moments.

Some requirements for ribbed or waffle slabs are in Eurocode 2 §5. Additional data from the solid slabs are the rib (web) width bw. g1 for the dead load of the slab finishing.3 Loads
Loads in [kN/m²].3. but the reinforcement is placed in the ribs.
11. and q for the live load on the slab.
11.2 Torsional resistance
Specify to take into account or not the reduction of span moments due to the torsional resistance of the plate when you use Marcus method of analysis. in order to reduce the self weight. γG Gk +γQ Qk.BETONexpress
RUNET software
11. They are designed as solid slabs.3. In the case of two-way ribbed slabs the torsional resistance is not taken into account. The total dead load is computed by the program as g=(g1+self weight).3.4
Ribbed slabs
Slabs with voids.1 (6)
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. and the overhanging (void) width b1.3.1 Support conditions
11. The design actions are obtained with combination of permanent and variable actions as in Eurocode 2 EN 1990:2002.

g1 for the dead load of the slab finishing.
11. Full code check. Pg [kN/m] is the dead concentrated load at the free end and Pq [kN/m] the live concentrated load at the free end. and code references is produced.5. The flexural reinforcement is computed according to Eurocode 2 §6.3 Free span
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.5
Cantilever slabs
Design of cantilever slabs of variable thickness. The reinforcing steel detailing and minimum requirements are according to Eurocode 2 §8. A detailed report with all the computations. §9.42. The design actions are obtained with combination of permanent and variable actions as in Eurocode EN 1990:2002 (γG Gk +γQ Qk).1 Slab thickness
Slab thickness h at fixed end and h1 at free end in meters (m).
11.5. The design in ultimate limit state of cracking is limited to the requirements of slenderness according to Eurocode 2 §7.BETONexpress
RUNET software
11. (γG Gk +γQ Qk) (EN 1990:2002.1. graphs.). and concentrated line loads in [kN/m] (dead and live components) at the free end. The reinforcing bars are automatically placed in the reinforcing bar schedules. is performed. Table 7. in ultimate limit state for bending. and q for the live load on the slab.4N.5.
11. You can specify uniformly distributed load in [kN/m²] with dead and live components. The design actions are obtained with combination of permanent and variable actions.2 Loads
Uniformly distributed loads in [kN/m²].3. according to Eurocode 2.

7
Slab section strengthened with FRP jacket (moment capacity)
Evaluation of the ultimate moment capacity of slab section. The ultimate bending capacity of the cross section is computed by numerical integration of the internal forces acting on the section. due to tension and compression of the steel at the positions of the reinforcing bars. Parabolic stress-strain distribution diagram for the compressive stresses of concrete. Linear stress-strain relationship for the FRP material. Tensile stresses of concrete are ignored.
you select FRP material from the table of FRP materials. of a slab section with a given reinforcement.
11. The ultimate bending capacity of the cross section is computed. Tensile stresses of concrete are ignored. The internal forces are the forces due to compression of the concrete. with a given reinforcement and strengthened with jacket from Fibre Reinforced Polymer (FRP) material. The characteristic properties (Modulus of Elasticity.
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. The internal forces are the forces due to compression of the concrete. Tensile strength) of the FRP material The dimensions (width. and due to compression and tension of the FRP jacket. Elasto-plastic stress-strain relationship for the steel. Elasto-plastic stress-strain relationship for the steel.6
Slab section. The following assumptions are used : • • • • • Plain sections remain plane. You can edit and update the table of By clicking at FRP materials from the menu [Parameters/FRP materials]. Parabolic stress-strain distribution diagram for the compressive stresses of concrete. For the cross section you specify: • • • • • The concrete and steel class. and due to tension and compression of the steel at the positions of the reinforcing bars. by numerical integration of the internal forces acting on the section. The dimensions and the reinforcement. and thickness) of the FRP material The bending moment under service load without FRP jacket. moment capacity
Evaluation of the ultimate moment capacity. (bending moment without FRP jacket) are taken into account in the evaluation of the stresses in the FRP jacket. The following assumptions are used: • • • • Plain sections remain plane.BETONexpress
RUNET software
11. The initial deformations under service load.

4. The left or right end support conditions of the beam may be specified as simply supported or fixed. The lengths. if the specified percentage of moment redistribution is >0.1(3).
12. Torsion. The design moments may be redistributed (Eurocode 2 EC2 §5. of rectangular or T cross-section. A detailed report with all the computations.
12.2. You can design the following beam types: Beam section.2.1. The support moments are computed at the faces of the supports. the cross section data and the loading may be specified for every span. You may check to use specific reinforcement diameter or the program optimise the reinforcement around the desired diameter.2.2.3.2. In a continuous beam Lo may be taken as 0.1. The loading is the superposition of uniformly and triangularly distributed loads. and code references is produced. up to 8 spans with optional end cantilevers. is performed.3. Multiple Span Beam.
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.5). and the requirements of slenderness according to Eurocode 2 §7. The effective flange width is evaluated according to Eurocode 2 §5. and strengthened with Fiber Reinforced Polymer (FRP) jacket.3.85L for end span and 0. in ultimate limit state of cracking. T section.2
Beam cross section data
All dimensions in meters (m). The reinforcing steel detailing and minimum requirements are according to Eurocode 2 §9. graphs.1. Design of a rectangular or T shape beam section subjected to combined torsion shear and bending.BETONexpress
RUNET software
12. The reinforcing bars are automatically placed in the reinforcing bar schedules. The loads can have dead and live components. The beam cross section can be rectangular. The effective flange width is evaluated according to Eurocode 2 §5. and concentrated loads. The beam cross section can be rectangular. Single span beam in composite loading. in ultimate limit sate for bending. according to Eurocode 2. Evaluation of ultimate capacity of a beam section with given reinforcement. Beams
Dimensioning of concrete beams. T section. Dimensioning of single span beam under composite loading. or edge beam. The design. Moment capacity with FRP jacket.1(2). and compute the ultimate capacity of beam sections and beams strengthened with FRP (Fibre Reinforced Polymer) jackets. Eurocode 2 §5. or edge beam. The number of reinforcing bars and stirrup spacing is computed. and uniform dead and live loading on the spans.3. The distance Lo is the distance between the point of zero moments in the span.70L for internal spans Eurocode 2 §5. The reinforcing bars are automatically placed in the reinforcing bar schedules. Design of continuous beams. is limited to the requirements of cracking control of Eurocode 2 §7. The design actions are obtained with combination of permanent and variable actions as in Eurocode EN 1990:2002 (γG Gk +γQ Qk). The shear reinforcement is computed according to Eurocode 2 §6. You can design single or multiple span continuous beams. Moment capacity.2. Full code check.1
Effective flange width
The effective flange width for symmetrical T beams may be taken as beff=bw+(1/5)Lo<b and for beams with flange at one side only as beff=bw+(1/10)Lo<b1+bw. The flexural reinforcement is computed according to Eurocode 2 § 6. Evaluation of the ultimate capacity of a beam section with given reinforcement.3. The linear static analysis is performed taking into account the most unfavourable placing of the live loads on the spans to obtain the maximum or minimum design values for bending moments and shear forces. Design of a rectangular or T beam section subjected to combined bending and shear and axial force large and small eccentricity.

3
Beam cross section subjected to bending. or the program optimises the reinforcement around the desired diameter.4. and concentrated loads.1. in ultimate limit sate for bending. You may check to use specific diameter for reinforcing bars. The design actions are obtained by combination of permanent and variable actions as in Eurocode 0. The default diameter for longitudinal reinforcement and the diameter for stirrup reinforcement are defined in [Parameters/Reinforced Concrete/Beams].2. EN 1990:2002 (γG Gk +γQ Qk). § 6.4
One span beam under composite loading
Dimensioning of one span beam under composite loading. The shear reinforcement is computed according to Eurocode 2 § 6. The effective flange width is evaluated according to Eurocode 2 §5. The reinforcing steel detailing and minimum requirements are according to Eurocode 2 §9.2.
12. The reinforcement is automatically placed in the reinforcing bar schedules.BETONexpress
RUNET software
12. The end support conditions of the beam may be specified as simply supported or fixed.3.
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. § 6.shear and axial load
Design of a rectangular or T beam section under combined bending and shear loading. The shear reinforcement is computed according to Eurocode 2. Full code check. is performed.2.1. The flexural reinforcement is computed according to Eurocode 2 § 6.
Support conditions and lengths are used for the design for shear between web and flanges for T sections.3. in ultimate limit sate for bending. and requirements of slenderness according to Eurocode 2 §7. or edge beam. according to Eurocode 2. You specify the desired diameter for reinforcement and the number of reinforcing bars and stirrup spacing is obtained. § 6. The beam cross section can be rectangular. T section. The design in ultimate limit state of cracking is limited to the requirements of cracking control of Eurocode 2 §7.4.2. The reinforcing bars are automatically placed in the reinforcing bar schedules.1. The loading is the superposition of uniformly and triangularly distributed loads. The flexural reinforcement is computed according to Eurocode 2.2.

The load can have dead and live components. according to Eurocode 2. T section.1 Beam span
The span L of the beam in meters (m). The design moments may be redistributed (Eurocode 2 §5. the cross section data and the loading may be specified for every span. For a simply supported beam the free span is L. The number of reinforcing bars and stirrup spacing is computed. The flexural reinforcement is computed according to Eurocode 2 § 6. The lengths.4. in ultimate limit sate for bending .
Multiple span continuous beams
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. If you give support width>0 then for the fixed supports the negative moments are computed at support face. and code references is produced. In the moment redistribution the support moments. You may check to use specific reinforcement diameter or the program optimises the reinforcement around the desired diameter.5). 1990:2002 (γG Gk +γQ Qk).3. which basically means that the free span of the beam is L-bsup/2 for a beam fixed at one end and L-bsup for a beam fixed at both ends.BETONexpress
RUNET software
12. under uniform loading on the spans.1. graphs.4. is performed. The shear reinforcement is computed according to Eurocode 2 § 6. and requirements of slenderness according to Eurocode 2 §7. or edge beam.2. if the specified percentage of moment redistribution is >0. The design actions are obtained by combination of permanent and variable actions as in Eurocode 0. Full code check. The design in ultimate limit state of cracking is limited to the requirements of cracking control of Eurocode 2. Cantilevers at the left and right end may be specified.1. The distributed loads are in [kN/m] and the concentrated loads in [kN]. The distance of the concentrated loads is measured always from the left beam support in meters (m). §7. The default diameter for longitudinal reinforcement and the diameter for stirrup reinforcement are defined in [Parameters/Reinforced Concrete/Beams]. The beam cross section can be rectangular. The static solution is performed with finite element analysis taking into account the most unfavourable live load placing on the spans to obtain the maximum or minimum design values for bending moments and shear forces. The effective flange width is evaluated according to Eurocode 2 §5.4. such as the resulting moments remain in equilibrium. The reinforcing bars are automatically placed in the reinforcing bar schedules The design actions are obtained with combination of permanent and variable actions as in Eurocode 0 1990:2002 (γG Gk +γQ Qk).3. with a corresponding increase of the span moments.2.
12. calculated using linear elastic analysis.2. are reduced by the ratio of moment redistribution.2 Loads
The values for the loads are according to the diagram on the left. A detailed report with all the computations. is according to Eurocode 2 §9.5
Design of continuous beams up to 8 spans with optional end cantilevers. The support moments are computed at the faces of the supports.
12. The reinforcing bars are automatically placed in the reinforcing bar schedules. The reinforcing steel detailing and minimum requirements for reinforcement.

The ratio of redistributed moment. with a corresponding increase of the span moments.
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. calculated using linear elastic analysis.2 Span length
Beam length Lo in meters [m]. the default thickness ho. g1 for the dead load on the beam. and q for the live load on the beam. is the default span length. to the moment before redistribution.5. such as the resulting moments remain in equilibrium (Eurocode 2.5. and loads g and q. By checking cantilever at left or cantilever at right.3 Number of spans
You specify the number of spans of the continuous beam. From the left window under the beam sketch.5 Percent of moment redistribution
The support moments.4 Loads
Default loads in [kN/m]. By clicking at the default cross section data are set in all the spans. By clicking at the span length is set to the default value at all the spans.
12. you specify the existence of cantilevers at the left or the right end. the self weight is computed by the program) By clicking at you set the values for the loads at all the spans to the default values. are reduced by the ratio of moment redistribution.5.5. From the left window you may change these values for span length L.5.BETONexpress
RUNET software
12. and the default loads g and q. is defined by the user in percent (%). The spans are automatically created with the default length Lo.
12.1 Beam cross-section
The cross section data are for the default cross section.
12.5). in continuous beams.
12. To set the span length for each span click and edit the corresponding cell at the left window under the beam sketch. §5. From the table at the left window under the beam sketch you may specify the cross section data for every span. (The total dead load is g=self weight + g1. At the cantilevers (if they exist) the span length is set to (1/4) of the default value. you may change these default values for every span.
The design actions are obtained with combination of permanent and variable actions as in Eurocode 0 1990:2002 (γG Gk +γQ Qk). thickness h.

with a given reinforcement.
12.
12. These internal forces are the forces due to compression of the concrete. The design is according to Eurocode 2..2. Trd. are computed at the support faces at a distance b=bsup/2 from the axis of the support. The design support moments. The calculation for necessary stirrups in torsion and shear are made separately. The ultimate bending capacity of the cross section is computed by numerical integration of the internal forces acting on the section.6
Beam section subjected to torsion
Design of a rectangular or T shape beam section.max is the design torsional resistance moment Eurocode 2 §6.5. Tensile stresses of concrete are ignored. The default diameter for longitudinal reinforcement and the diameter for stirrup reinforcement is defined in [Parameters/Reinforced Concrete/Beams]. Vrd. Elasto-plastic stress-strain relationship for the steel.3.7
Moment capacity of beam section
Evaluation of the ultimate moment capacity of rectangular or T shape beam section. The following assumptions are used : Plain sections remain plane.
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.BETONexpress
RUNET software
12.max is the design resistance shear relating to a strut inclined at an angle 45°. Parabolic stress-strain distribution diagram for the compressive stresses of concrete.2. and due to tension and compression of the steel at the positions of the reinforcing bars.2.3.6 Support width
Mean support width in meters (m). Eurocode 2 §6. §6. You specify the desired diameter for reinforcement and the number of reinforcing bars and stirrup spacing is obtained. under combined torsion.3. shear and bending. You may check to use specific diameter for reinforcing bars. or live the program to optimise the reinforcement around the desired diameter. for the computation of the reinforcement over the supports.

For the end restrain conditions you specify the end support conditions in both x and y directions (fixed.8
Beam section strengthened with FRP jacket (moment capacity)
Evaluation of the ultimate moment capacity of rectangular or T shape beam section.BETONexpress
RUNET software
12. The internal forces are the forces of the concrete (parabolic compressive stress-strain diagram). The dimensioning is according to biaxial bending interaction (P-Mx-My) diagrams. The characteristic properties (Modulus of Elasticity. For the cross section you specify: The concrete and steel class. The dimensions and the reinforcement. Tensile stresses of concrete are ignored. The applied loads are axial loads and bending moments in x-x and y-y directions at the top and bottom. Section capacity of rectangular or circular columns subjected to compression and uniaxial or biaxial bending moments. You can edit and update the table of By clicking at FRP materials from the menu [Parameters/FRP materials]. The slenderness effects and second order effects are considered in the design. which are obtained using a numerical integration. The initial deformations under service load. The following assumptions are used: Plain sections remain plane. and due to compression and tension of the FRP jacket. For rectangular columns you select the reinforcement arrangement (reinforcement at the corners or around the perimeter). Parabolic stress-strain distribution diagram for the compressive stresses of concrete. These internal forces are the forces due to compression of the concrete. you select FRP material from the table of FRP materials. (bending moment without FRP jacket) is taken into account in the evaluation of stresses in the FRP jacket. pin or free end). Columns
Columns of rectangular or circular cross-section in compression with biaxial bending. which is part of a building frame. Elasto-plastic stress-strain relationship for the steel. The ultimate capacity of a column cross-section. is computed by numerical integration of the forces acting on the cross-section at equilibrium. Slender columns in double bending. by numerical integration of the internal forces acting on the section. The design is according to Eurocode 2 §5. with a given reinforcement and strengthened with a jacket from Fibre Reinforced Polymer (FRP) material.8. and thickness) of the jacket from FRP material The bending moment under service load without FRP jacket. elastically restrained ends can be specified.
13. Tensile strength) of the FRP material The dimensions (width. with given dimensions and reinforcement. The ultimate bending capacity of the cross section is computed. Linear stress-strain relationship for the FRP material. due to tension and compression of the steel at the positions of the reinforcing bars. and the forces (elasto-plastic
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. In the case of column.

L=beam length).8. Pn-Mn values for the uniaxial bending. The design is according to Eurocode 2. §5. In addition approximate design values are obtained.
13. elastically . h=cross section height. In case of column. Pn-Mn values for the uniaxial bending.BETONexpress
RUNET software
stress-strain diagram) of the steel. You specify also the dimensions (b=cross section width. for the columns above and below. The internal forces are the forces of the concrete (parabolic compressive stress-strain diagram). The dimensioning is done using the biaxial bending interaction (P-Mx-My) diagrams. L=column length). h=cross section height. The results are tabulated values and graphs for the failure surface. Section capacity of rectangular or circular columns with FRP (fiber reinforced polymer) jacket subjected to compression and uniaxial or biaxial bending moments. Planung von Stahlbeton.2
Slender columns (second order effects)
Design of slender columns in double bending. The results are tabulated values and graphs for the failure surface.
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. §5. A value of N=10 seems to give adequate accuracy. the forces of the steel (elasto-plastic stress-strain diagram). Beuth.
13. and the beam dimensions (b=cross section width. Bemessungshilfsmittel zu EC 2 Teil 1.8.1
Design of column section in double bending
Design of column of rectangular or circular cross section in biaxial bending with compression. using biaxial bending interaction (P-Mx-My) diagrams for concrete cover column side/10. Berlin. reinforcement and FRP jacket. You specify if the reinforcement is placed in the four corners of the cross section or if it is distributed around the perimeter of the section. 1992. The position of the reinforcement plays roll in the evaluation of the equilibrium of forces of the cross section.
The length and the number of columns are used for the rebar schedule. and Pn-Mx-My for the biaxial bending. The axial force in [kN]. Axial loads and bending moments in x-x and y-y directions. with given dimensions. positive for compression and the bending moments in [kNm]. For the end restrain conditions you specify the end support conditions in both x and y directions (fixed. The dimensioning is done using a numerical integration of the concrete and steel forces over the column cross section.Kordina K. The numerical integration is performed with a subdivision of the cross section in NxN elements. The slenderness effect or secondary moments due lateral deflection under load are not taken into account. which is part of a building frame. and Pn-Mx-My for the biaxial bending. The rigidity of restraint at the column ends is evaluated according to Eurocode 2. and the forces of the FRP jacket (linear stress-strain diagram). is computed by numerical integration of the forces acting on the cross-section at equilibrium. The ultimate capacity of a column cross section. In this case select number of beams (n) at the column end in the x-x or y-y direction. The slenderness effect and second order effects are considered in the design. pin or free end). can be applied at the top and bottom of the column. For the numerical integration accuracy you give the number N of subdivisions per column side. and underneath specify the restrained ends are assumed in non-sway structure.

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. The dimensions and the reinforcement of the columns are specified. The numerical integration is performed with a subdivision of the cross section in NxN elements.BETONexpress
RUNET software
13. and due to tension and compression of the steel at the positions of the reinforcing bars. A value of N=10 seems to give adequate accuracy. Tensile stresses of concrete are ignored. Pn-Mn values for the uniaxial loading and Pn-Mx-My for the biaxial bending. These internal forces are the forces due to compression of the concrete. Elasto-plastic stress-strain relationship for the steel. Parabolic stress-strain distribution diagram for the compressive stresses of concrete. by numerical integration of the internal forces on the cross section at equilibrium. For the numerical integration accuracy you give the number N of subdivisions per column side. The following assumptions are used: Plain sections remain plane. The ultimate capacity of the cross section is computed. and subjected to axial loading with uniaxial or biaxial bending moments.3
Column section capacity
Section capacity of rectangular or circular columns with given reinforcement. The results are tabulated values and graphs for the failure surface.

due to tension and compression of the steel at the positions of the reinforcing bars. concrete cover and the reinforcement. The characteristic properties (Modulus of Elasticity. by numerical integration of the internal forces on the cross section at equilibrium. The following assumptions are used: Plain sections remain plane. A value of N=10 seems to give adequate accuracy. and due to compression and tension of the FRP jacket. The numerical integration is performed with a subdivision of the cross section in NxN elements. Elasto-plastic stress-strain relationship for the steel. For the column cross section you specify: The concrete and steel class. and thickness) of the FRP jacket. The axial load under service load without FRP jacket. Tensile strength) of the FRP material The dimensions (width. Tensile stresses of concrete are ignored. Pn-Mn values for the uniaxial loading and Pn-Mx-My for the biaxial bending.4
Column section strengthened with FRP jacket
Section capacity of rectangular or circular column strengthened with FRP (Fibre reinforced polymer) jacket.
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. Parabolic stress-strain distribution diagram for the compressive stresses of concrete. The dimensions. For the numerical integration accuracy you give the number N of subdivisions per column side. Linear stress-strain relationship for the FRP material. These internal forces are the forces due to compression of the concrete. The ultimate capacity of the cross section is computed. The results are tabulated values and graphs for the failure surface. and subjected to compression with uniaxial or biaxial bending moments.BETONexpress
RUNET software
13.

Concrete design.2. centric or eccentric. as calculated from the exact pressure distribution.1. The partial factors for soil properties γM are used for the design values of geotechnical parameters according to Eurocode 7 Annex A. The vertical load. The design load combinations are according to EN 1990:2002. the thickness of footing and the size of column sides. Spread footings
Design of square or rectangular spread footings. and the spacing and number of reinforcing bars is obtained. the live and seismic components of the loading on the top of the footing. in ultimate limit sate for bending.
Dead + Dead +
ψ2xLive + Seismic x-x. The program determines the exact pressure distribution under the footing using numerical integration. In [Parameters/Parameters for reinforced concrete/Footings] you specify the limits for reinforcing bar diameter and reinforcement spacing that are applied in the design.Annex A. You may check to use specific reinforcement diameter or the program optimise the reinforcement around the desired diameter.4. The footings can be flat or sloped. The bearing resistance Rd=quxA'/γq. Pre-dimensioning.5. STR and GEO limit states. The flexural reinforcement is computed according to Eurocode 2 § 6. that you specify. you get a first estimate of the footing dimensions.
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.Annex A. is less than the soil bearing pressure qu. Loading. In the case of eccentric footing the eccentricity of the column in respect to the footing center must be specified. In the case of eccentrically loaded footings in addition you supply the moments Mxx and Myy in [kNm] for the dead. Dimensions. The loading is on the top of the footing. and γQ are according to EN 1990:2002 and Eurocode 7. After you give the loads by clicking at this button. for unfavourable and favourable
permanent and variable actions for EQU. The vertical load is positive downwards. The maximum pressure under the footing. You can specify negative vertical loading (dead or live) if the load is upwards. Rd>Vd. • the soil bearing pressure in [N/mm²] (GPa) when the geotechnical design is with allowable stresses. You specify the desired diameter for flexural reinforcement.
ψ2xLive + Seismic y-y
γG. You specify : • the soil bearing capacity in [N/mm²] (GPa) when the geotechnical design is according to Eurocode 7. EQU. In this predimensioning the dimensions that are checked. According to allowable pressure theory.BETONexpress
RUNET software
14. STR and GEO limit states The design for earthquake loading is activated/deactivated from [Parameters/Design rules] Soil properties.3. From [Parameters/Design rules].
By clicking at
From [Parameters/Soil properties] you can edit (change properties. In the case of centrically loaded footings the loading is the vertical dead and live load in [kN]. All the dimensions are in meters. subject to vertical load and biaxial overturning moments. remain unchanged. The punching shear is checked according to Eurocode 2 §6. The reinforcing bars are automatically placed in the reinforcing bar schedules. Geotechnical design.2 2. you can choose to work with Eurocode 7 or allowable stresses for the geotechnical design. and Eurocode 7. The bearing resistance of the footing Rd is greater than the design load Vd. where qu is bearing capacity of soil and the A' is the effective design area of footing as is defined in Annex B of Eurocode 7. The geotechnical design can be performed: According to Eurocode 7 §6. does not include the self weight of the footing. even when only a part of the footing is in contact with the soil. Loading-1 Loading-2 Loading-3
γGxDead + γQxLive. The shear strength is checked according to Eurocode 2 §6. The footing dimensions you specify are: the length and the width of the footing. or add new) the table with the soil properties. you can select a soil from the table with soil properties.

3. for the geotechnical design.. eccentricity limits with or without seismic loading. and show the stress distributions. The foundation depth can be specified so the extra weight of the soil above the footing is taken into the account in the design. which explain the notation. This is very useful in the case of vertical upwards loading of the footing. Design parameters. the soil bearing pressure in [N/mm²] (GPa) when the geotechnical design is with allowable stresses. minimum rebar requirements. This is very useful in the case of vertical upwards loading of the footing. as partial safety factors.2
Soil properties
You specify : the soil bearing capacity in [N/mm²] (GPa) when the geotechnical design is according to Eurocode 7. By clicking at you can select a soil from the table with soil properties. safety factors. load combinations. Report.
14. From [Parameters/Soil properties] you can edit (change properties. The report has references to relative paragraphs of the Eurocodes. and sketches aside of the text. stability controls and strength design. seismic coefficients etc. or add new) the table with the soil properties. allowable limits.1
Dimensions and loading
eccentrically loaded footing
centrically loaded footing
14.
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. The report shows in detail all the calculations of soil pressures.BETONexpress
RUNET software
In [Parameters/Parameters for reinforced concrete/Footings] you can specify if you want for the min and maximum reinforcing steel areas to apply the requirements for plates §9. internal force evaluation. From [Parameters/Parameters of footings] you can adjust the various design code factors. and rebar position. Eurocode 2 is not clear on this subject.1. The foundation depth can be specified so the extra weight of the soil above the footing is taken into the account in the design. From [Parameters/Design rules] you can choose to work either with Eurocode 7 or with allowable stresses. From [Parameters/Soil properties] you can edit and update the data base with soil materials which are used in the program.

The user selects the method of analysis. Gravity walls must have sufficient thickness to resist the forces upon them without developing tensile stresses. STR and GEO limit states or on Working Stress Design method. The seismic forces due to earth pressure are computed using the theory by Mononobe-Okabe. the effect of passive earth force is taken into account by a factor. can be defined by the user. Their stability depends entirely upon the weight of the masonry and any soil resting on the wall. seismic forces load combinations. In the case of working stress design method.. One with short heel and the other with large heel. The safety factors may have different values in seismic loading. In the case of working stress design method. can be applied on the free surface of the backfill. the active earth pressure is computed at the back face of the wall using Coulomb’s theory. The design of gravity type walls from masonry or concrete is based either on Ultimate Limit State Design according to Eurocode 6. STR and GEO limit states. You can specify up to two different soil layers of backfill materials. wall dimensions. or with very small back heel. foundation soil properties. The partial safety factors and load combination factors have values as defined in Eurocode 7 Annex A for EQU. and you can specify if one or both of these soil layers are under the water table. The properties of the wall materials are defined in [Parameters/Parameters of retaining walls].
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. Two types of cantilever walls are included in the program. The reinforcing bars are automatically placed in the reinforcing bar schedules. For each type of wall the required input data. Seismic design. The design checks are performed at each tenth of the stem height and for cantilever walls the reinforcement of the stem is optimised. part-5). show the stress distributions and rebar position. and [Parameters/Parameters for reinforced concrete/Retaining walls]. The participation of passive earth force is taken into account as defined in Eurocode 7. which cover most of the gravity wall shapes encountered in practice. backfill slope. Dimensions and materials. which can be defined by the user. The design of cantilever type walls is based on Ultimate Limit State Design of concrete according to Eurocode 2. Design parameters. Retaining walls
Basic types of retaining walls.00 and 1. due to earth pressure. internal force evaluation. The additional seismic forces. (Eurocode 8-Part 5). The report shows references to relative paragraphs of the Eurocodes.50). as: • partial safety factors • allowable stresses limits • safety factors (overturning and sliding) • participation coefficients for passive earth force with or without seismic loading • eccentricity limits with or without seismic loading • minimum rebar requirements • seismic coefficients. Cantilever walls. (default values 2. Four types of gravity walls (backwards inclined or not). and the large dimensions of the basement. For cantilever walls with back heel the active earth pressure is computed at a vertical passing from the end of the heel using Rankine’s theory. For gravity walls and for cantilever walls without. are included in the program. A different soil layer can be specified in the front of the wall. From [Parameters/Parameters of retaining walls]. the safety factors for overturning and sliding. but they can be adjusted by the user from [Parameters\Retaining walls]. you can adjust the various code parameters. which you can design with the program are: Gravity walls. The properties of the soils are defined in [Parameters/Soil properties] Earth forces. and includes with the text sketches which explain the notation. wall material properties. It shows detail rebar design. Stability controls. and in the seismic analysis. Major part for their stability is the weight of the soil acting on the heel of the wall. each one with different properties. Additional seismic loads are horizontal and vertical seismic forces due to the mass of the structure according to Eurocode 8 part 5. From [Parameters/Soil properties] the material properties for the soil types included in the program can be defined. both fully reinforced to resist the bending moments and shear forces which are subjected. The report is showing in detail all the calculations of earth forces. are shown graphically at the corresponding places of the wall section.BETONexpress
RUNET software
15. Annex A for EQU. This is useful in the design of bridge abutments. On the top of the wall concentrated line load with dead or live components may be applied. stability controls and strength design. are computed using the theory by Mononobe-Okabe. or on Working Stress Design method. Strength design. (Eurocode 8. backfill soil properties. Surcharge load with dead or live components. They consist of a steam on a base slab. are performed based either on Ultimate Limit State Design according to Eurocode 7. The computation of the active and passive earth forces is done using Coulomb's or Rankine’s theory. Report.

otherwise you can give the horizontal projection of the wall face and the batter is computed. In order to give the batter of the front or the back face of the wall you have to check next to the angle to activate it. line load (vertical or horizontal.
Earth pressure
15. Passive earth pressure is the resultant pressure developed by a granular material against some surface. and in the soil properties of soil 2 checked to be under the water table level. In addition you can specify. Click
All the dimensions are in meters [m]. You can supply up to 3 soil layers.. Part 5.2
Lateral earth pressure
Active earth pressure is the force which is developed on some surface by a granular material. (Eurocode 8. Annex E). The soil layers 2 and 3 exist if their heights are >0. If you have high water table level behind the wall. when the latter shifts over a small distance towards the material.
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. using a simplified wedge theory are set by Coulomb (17361806). are computed using the theory by Mononobe-Okabe (Eurocode 8. The basic assumptions for lateral earth-pressure.
Give the basic wall dimensions according to the drawing. and the angles (soil surface slope.3
at
Dimensions
to drawing. a base key can be specified. Together with the wall dimensions you give (if they exist) the surcharge distributed (dead and live) loads in [kN/m²]. In that case the height of soil 2 is the height of the water table level. For gravity walls and for cantilever walls with small back heel (Type A) the active earth pressure is computed at the back face of the wall using Coulomb’s theory.. then use two soils. wall batter) in degrees. (see drawings below) using Rankine’s theory. Two soil layers (1 and 2) are behind the wall and one soil layer ( 3 ) in front. The additional seismic forces. part 5. annex E). The surcharge is assumed to act all over the top ground surface.1
The computation of the passive and active earth forces is done using Coulomb's theory.
15. acting on the top of the wall. dead and live). To improve the wall behaviour in sliding. For cantilever walls with back heel (Type B) the active earth pressure is computed at a vertical surface at the end of the heel. marked with numbers on the wall drawing. as in the case of bridge abutments. Specify the height of the key and its distance from the front toe.BETONexpress
RUNET software
15. due to earth pressure. when the latter moves over a very small distance away from the granular material.. Additional seismic forces due to earth pressure according to theory by Mononobe-Okabe [ref ].

§6. and in the soil properties of soil layer 2 check [Soil below water table level]. for the geotechnical design. By clicking at the table with soil types appears from which you can select a soil type and its properties are loaded.5
The design of retaining walls is based either on Ultimate Strength Design method according to Eurocode 7. The soil layers 2 and 3 exist if their height is specified >0. A' is the effective footing area (EC7 Annex B). seismic forces). surcharge load). Form [Parameters/Design rules] you select which of the two methods you want to use. foundation shear resistance. You specify the soil bearing capacity when the geotechnical design is according to Eurocode 7.
Stability design
Stability checks using Ultimate Limit State Design. from the menu [Parameters/Design rules]. Stability against sliding Hd<=Sd+Epd Hd is the horizontal component of the driving forces (active earth pressure. you specify the angle of friction in degrees. The table of soil types can be edited (change values. If behind the wall you have high water table level then use two soil layers.4.7 Stability against overturning Msd<Mrd. and the friction coefficient (shear resistance) is computed as the tangent of this angle. or favourable (moments resisting overturning.5 and §9. The actions are multiplied with the partial load factors given in Eurocode 7. and qu is the soil bearing capacity (EC7 Annex C).
15. where Vd is the design vertical load on the foundation surface. In that case the height of soil layer 2 is the height of the water table level. Mrd are the moments resisting overturning (self weight. The soil parameters are divided by the partial factors for soil parameters given in Eurocode 7 Annex A. Msd are all the overturning moments (active earth pressure. For the shear resistance between wall and soil.
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. seismic forces).BETONexpress
RUNET software
15. φd is the design shear resistance between foundation and soil. Annex A.2 Foundation soil
The properties of the foundation soil are defined under the sketch of the wall. or allowable stresses. Sd is the design shear resistance between the foundation and the soil. Cu is the cohesion between foundation and soil. By clicking at the table with soil types appears and you can select a soil type.1 Properties of soil layers for lateral earth forces
You specify the soil properties for the three soil layers as shown in the wall sketch. Epd is the passive earth force. The two soil layers 1 and 2 are behind the wall.4
Soil properties
15. passive earth pressure) loading conditions. and soil layer 3 is in front of the wall. Stability against soil bearing capacity failure Vd<Rd Vd is the design load at the wall base (self weight. where A' is the effective footing area (EC7 Annex D). earth pressure. add new soil types) from the menu [Parameters/Soil properties]. backfill weight.5. Rd is the bearing capacity of the foundation Rd=A' qu.4.4. sliding forces). Load eccentricity in the foundation according to EC7 §6. You choose to work with Eurocode 7. These factors are for unfavourable (overturning moments. backfill weight). Sd=Vd tanφd+A' Cu. Overturning moments are computed in respect to the wall toe. Eurocode 7. or on Working Stress Design method. or the allowable bearing pressure when the geotechnical design is with allowable stresses.
15. The load factors for favourable or unfavourable loadings can be set from [Parameters/Retaining Walls/Check wall stability with Eurocode 7].

00 and can be set from the menu [Parameters/Parameters of retaining walls/Seismic design]. The coefficients Cf for overturning is usually=1.2.5.
15.2). STR (structural) and GEO (geotechnical) are considered. due to active earth pressure. Soil allowable bearing capacity The maximum soil pressure under the footing must not exceed the allowable soil bearing pressure. and for seismic design in [Parameters/Parameters of retaining walls/Seismic design].1 Stability checks using Working Stresses Design
Stability against overturning (sum of moments resisting overturning)/(sum of overturning moments)>=Cf overturning. are computed according to Mononobe-Okabe (Eurocode 8. The eccentricity limits are defined in [Parameters/Parameters of retaining walls/Check wall stability with safety factors].50. From [Parameters/Parameters of retaining walls] you can set the participation coefficient of passive earth forces (coefficient which multiplies the passive earth force.50).00 and can be set from the menu [Parameters/Parameters of retaining walls/Seismic design]. Load eccentricity in the foundation.BETONexpress
RUNET software
The limit states EQU (equilibrium).6
Seismic loading
Check to perform or not the design for earthquake loading. §4.
15.50. part-5.
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. The seismic forces. part-1. default=0. In seismic design this coefficient is usually 1. In seismic design this coefficient is usually 1. and you specify the design ground acceleration ratio (Eurocode 8. Annex E). Stability against sliding (Sum of resisting forces)/(sum of driving forces)>=Cf sliding The coefficients Cf for sliding is usually=1. but it can be set from [Parameters/Parameters of retaining walls/Check wall stability with safety factors]. but it can be set from [Parameters/Parameters of retaining walls/Check wall stability with safety factors].

.00m) The choice to design the gravity wall according to Eurocode 6 or using allowable stresses.7.1). You edit and update the list of wall materials from [Parameters/Parameters of retaining walls]. and L is the length (L=1.4.m t fk/γM Φi.
15. The computation of the passive and active earth forces is done using Coulomb's theory. Nsd vertical design load. which is computed as horizontal force per unit length at each wall section. then for the wall material properties you specify the self weight in [kN/m³]. Check for failure against shear.3 Vrd=fvk t Lc/γM Vsd is the applied shear load.2 Wall materials
Specify the material properties. The normal stress σnsd is computed taking into account the eccentricity of the loading at each wall section. Eurocode 6. The active earth pressure is computed at the back face of the wall.3. By clicking at you can choose from the list of wall materials. (Eurocode 6 §4. and without permitting any tensile stress. The design of gravity type walls from masonry or concrete is based either on Ultimate Limit State Design according to Eurocode 6.
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. You select to perform the wall strength design according to Eurocode 6. which takes into account the effects of slenderness and eccentricity of the loading at each wall section.7
Gravity type retaining walls
You can design four different types of gravity walls.4. or on Working Stress Design method. where b is the wall cross section width. The properties of the wall materials are defined in [Parameters/Parameters of retaining walls].m is the capacity reduction factor.7. fvk is the characteristic shear strength The design using allowable stresses is based on the following checks: σnsd<σn(allowable) The normal stress in the cross section wall must be less than the allowable . the compressive strength and the shear strength in [kN/m²]. τsd<τ(allowable) The shear stresses at each cross section τsd=Vsd/bxL.2 γM : is the partial safety factor for the material and is obtained according to Eurocode 6 table 2. then for the wall material properties you specify the self weight in [kN/m³]. is selected from [Parameters/Design rules] The material properties are defined in [Parameters/Parameters of retaining walls] . Vsd<Vrd.6. §3. If you select to perform the wall strength design using allowable stresses.1 Design method
The design according to Eurocode 6 is based on the following checks: Check for failure against normal vertical load Nsd<Nrd.5. Nrd =design vertical load resistance. according to Eurocode 6 §4.3.
15.BETONexpress
RUNET software
15. §4. backwards inclined or not. the allowable compressive stress and allowable shear stress in [kN/m²]. t : is the wall thickness fk : is the characteristic compressive strength of the masonry according to Eurocode 6. Nrd=Φi.

For walls with small back heel the active earth pressure is computed at the back face of the wall and for walls with back heel the active earth pressure is computed at a vertical surface at the end of the heel. and Annex j.§6.40 are designed using hc=2ac. The reinforcing bars are automatically placed in the reinforcing bar schedules.5.5.6. They are short cantilevers projecting from column faces.4.
Wall with large heel at the back-side.
16.
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.6. Corbels and brackets are designed for vertical and horizontal dead and live point loading. The design checks are performed at each tenth of the stem height.BETONexpress
RUNET software
15. The difference between these two is the size of the heel at the backside of the wall.8
Retaining walls of cantilever type
You can design two different types of cantilever walls. Corbels / Brackets
Corbels and brackets are used to support beams and girders. Corbels with ac/hc>1 are designed using flexural theory.4. according to Eurocode 2 §5.§6. The reinforcement of the stem is optimised. The concrete bearing pressure under bearing plate is also checked.40<=ac/hc<=1 are designed using a simple strut and tie model Corbels with ac/hc<0. based on a strut and tie model. The design of cantilever type walls is based on Ultimate Limit State Design of concrete according to Eurocode 2.
Wall with small heel at the back-side. The computation of the passive and active earth forces is done using Coulomb's theory. When ac/hc<=1 then they should be design with deep beam theory rather than flexural theory. Corbels and brackets are designed according to Eurocode 2 §5. Corbels with 0. and depending on the stem height the reinforcement is reduced toward the top of the wall. as cantilever beams.

3
In shallow corbels.fcd Eurocode 2 §6. with total area Asw>=0. The area of the bearing plate must be adequate so the bearing capacity of concrete check is satisfied.50. Hsd/Fsd.3
Reinforcement
Eurocode 2 § 5.
(B)
In deep corbels.3.The main tension reinforcement should be anchored beyond the bearing plate using U loops.50.25 As.
16.4. According to Eurocode 2 Annex J . with ac/hc<=0. vertical stirrups are distributed over the width of the corbel with total area Asw>=0.
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.N of Eurocode 2.60ν. under bearing plate.20 Hsd. The minimum-bending diameter of the loop is computed according to Table 8. The design vertical load is taken as: Fsd=γGxFgk+γQxFqk You have to specify also the ratio of the horizontal to the vertical force. is checked so to not exceed 0.
16.2
Bearing capacity at load point
The concrete bearing pressure. permanent (dead) load Fgk and variable (live) load Fqk.4 .b. Annex J.1. in [kN].5. with ac/hc>0.50 Fsd/fyd. horizontal or inclined closed stirrups are distributed over the effective depth to take the splitting stresses in the concrete strut.BETONexpress
RUNET software
16. Annex J.4. the corbel should be designed for horizontal force at least Hsd>0.1
Loading
The concentrated vertical load on the bracket.

Annex J.60H. or by using U loops. according to Eurocode 2. in both directions according to Eurocode 2.6. Horizontal reinforcement must be distributed over the height Zf. Reinforcement mats must be placed on both faces of the deep beam. Berlin. §6.0 Zf:=0.4.1
Design method
Beams with Leff/H<2.313-458. when 0. the horizontal bottom reinforcement is computed. combining strut and tie action (Eurocode 2. You can design deep beams subjected to uniformly distributed dead and live load at the top and bottom face.
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. The usual flexural theory cannot be used. Horizontal reinforcement must be distributed over the height Zf.BETONexpress
RUNET software
17.J Schafer.60. or by using U loops. is a simple truss model.1993. In this case the design of the beam is done according to Eurocode 2 §5. Konstruieren im Stahlbetonnbau. [Schlaich.fcd.§6. Reinforcement mats must be placed on both faces of the deep beam. should be fully anchored by bending up the bars.0 From the tension in the tie.6. §5.5.5. to take the splitting stresses in the concrete struts.
17. Annex J.5<H/Leff<=1. Betonkalender 82.
17. when H/Leff>1.4. The concrete compressive stress in the struts must not exceed 0.§6.1993 Teil 2.5). Deep beams
When Leff/H<2 then the strain distribution is no longer linear and the shear deformation becomes significant. The design model. in both directions according to Eurocode 2. Ernst&Son. using a simple strut and tie model.] The lever arm Zf of internal forces is taken as : Zf=0. The design method is based on elasto-plastic material behaviour.K.30H(3-H/Leff). to take the splitting stresses in the concrete struts. This reinforcement should be fully anchored by bending up the bars.2
Reinforcement
The main tension reinforcement at the bottom of the beam.

BETONexpress
RUNET software
17. permanent (dead) load gk1 and gk2 and variable (live) load qk1 and qk2.3
Dimensions
You give the dimensions in meters [m] according to the drawing below.
17.4
Loading
Give the vertical loading a the top and the bottom face of the deep beam. The design vertical load is taken as: Fsd=γGxgk+γQxqk
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. in [kN/m].

You have to notice that if you make changes you must save the schedule in a file.) of the concrete object can be selected. The design objects that participate in the bar schedule are the ones checked in the Design objects window. and their order of appearance can be changed from the Design objects window. By clicking at [sketch]. beam. Reinforcement schedule
A detailed reinforcement schedule is produced. By clicking at column C the type (plate. For the supports of the two way plates you can select the way the reinforcing bars are shown in the reinforcement schedule from the menu [Edit reinforcement schedule].BETONexpress
RUNET software
18.1
Reinforcement schedule for plates
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. etc. You can edit the reinforcing bar schedule.. They can show in double length symmetrical over the support center or half length.
18. you can select the rebar type.

18. The design objects that participate in the bar schedule are the ones checked in the Design objects window. and their order of appearance can be changed from the Design objects window.BETONexpress
RUNET software
You can edit the reinforcing bar schedule for the slabs. You have to notice although that if you make changes you have to save the schedule in a file.2
Reinforcement schedule for beams
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.

19. you move the grid in relation to the drawing.
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. Grid. from the layers panel. retaining walls. You can also specify the dimension units that are used.1.
By right click you can change cursor. check the grid and choose the size from the pull down menu. By clicking on the small arrows on the right.
19.1
CAD Features
Zoom Layers Dimension units/ Reinforcement Grid
Scale of Drawing
Scale/Move/Zoom If you cannot see all or parts of the object on the screen. you can scale or move your drawing.1 Dimension units
Choose unit for dimensions appearing on the drawing.
Layers
Choose the layers you want to be visible and printed. This will be the default unit until you change it.
CAD drawing of concrete elements
The CAD modulus of the program automatically creates detailed drawings of spread footings. and you can choose the visible layers. corbels and deep beams. You activate/deactivate the move command (hand) by double clicking on the drawing. colour. The properties of the layers are defined of the Properties of drawing components. and move the drawing to the desired position on the paper. text size) can also be adjusted. The properties of the drawing components. Before previewing or printing the drawing you can select printing paper size. You can adjust the scale of the drawing. If you want the grid to appear.BETONexpress
RUNET software
19. (line thickness.

Scale and check for Black and White according to your printer.1.
For the standard dimensions. You can change text font and size. use the The extra dimensions added are not maintained in the data file. Choose Paper size and orientation. The values you are setting are maintained automatically. line thickness 2 for the thinner solid line etc. choose line thickness 1 for dashed line.
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.3 Add extra dimensions
If you want to add extra dimensions on the drawing.1. use the .2
Print .
There are three levels of dimensioning.
Click on the Preview Button and set the parameters of printing. In case your screen size does not allow you to see all the drawing paper by choosing another Paper scale you scale down the screen image. If you want to remove all the extra dimensions added.preview drawing
Before you print your drawing it is advisable to preview the contents of you drawing first. By adjusting the Text distance you move the text further or closer to the design object. For the line type of Axis and nodes. By adjusting the dimension distance you move the dimension lines further or closer to the design object.BETONexpress
RUNET software
19. Stop the process by right click. . Choose the text panels you want included in your drawing. Be aware if you increase the text size in A4 paper. colour and font sizes
By using this panel you can adjust the appearance of the drawing. You move (click on the drawing and move the mouse) the drawing to place it at the desired position inside the drawing paper.
19. Turn on or off the layers from the panel with Layers. By clicking at Reset you restore the original default values of the program. Click on the point at beginning and the end of the distance you want to insert.2 Line thickness. use the layer function to turn the dimension on or off. The text can become too large for the text area. When you check/uncheck a text panel you can see the area available for drawing is changing.
19.

Page orientation for drawings.
19. report page footer. The title A is automatically taken from the name of the design object.3
Project panel
To edit appearance of the text panel for the drawings check the fields you want to be included and type the wanted text. see pg. 28.
The project title is automatically taken from the name of the project.
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. The Design Firm title is automatically taken from the settings of the report parameters.BETONexpress
RUNET software
Print preview drawing.

) or (. in the report.
20.3
Decimal point symbol
You specify (. beta etc.
20. You can choose the language of the program from the menu [Setup/Language Set-Up].5
Export drawing to dxf format
From the CAD modulus of the program you can save your drawing in . Choosing the language the program will close and when it will be opened again is going to be in the new language.BETONexpress
RUNET software
19. You can resize the main screen. Depending on the Window installation the Greek mathematical symbols may or may not appear right.) for the decimal point appearing in the input data and the reports.
User's guide
User’s Manual
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. then from [Setup/Greek character support] select NO .4
Screen sizes
The size of each window bas been optimised.
20.
20. .1
Program settings
Greek character setup
According to the notation used in the Eurocodes the report contains many Greek mathematical symbols. You select to view it as a Word (doc) or as an Acrobat (pdf) document.
20.2
Language Set Up
The program interface and reports are in various languages. The Greek characters will appear as: alpha.
20. You can reset the main screen to the default size by clicking at [Setup/Default screen size]. or print the program user's manual. If you have Windows XP or 2000 you can add Greek language support in your Windows. and its size is maintained.dxf format. Go to [Settings/Control Panel/Regional and Language Options/Advanced]. The calculation window takes a height almost equal to the height of the main program window.4
Export drawing to PDF format
From the CAD modulus of the program you can save your drawing in PDF format
19. The size of the main screen is automatically set to the size the last time you opened the program.5
You can preview. This file can be read from Autocad In the window that appears specify the file name and adjust the text size and decimal symbol in the new file. If your Windows do not support Greek mathematical symbols.

In this case simply connect/add a printer. logo of caption or footnote. logo of caption or footnote. font.
21. Adjustments for the report. or select another printer as default. The order of which the objects will appear in the report can be adjusted with the two arrows at the bottom of the design objects window. Adjustments for the report. The report will contain all the objects that are checked in the [design objects] window. font. If you work in a network there must be installed a network printer. etc. More adjustments for the report.
In order to preview the report you must have a valid printer installed in your system. In [Report Setup/Various/Change page for each chapter]. etc. If you work in a network there must be installed a network printer. can be done from Report Setup. Otherwise the system will report – invalid printer.1
Preview report
The report preview contains all the objects that are checked in the [design objects] window. margins. margins. logo of caption or footnote.
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.BETONexpress
RUNET software
21. You can adjust the order in which the object appears in the report by using the two arrows at the bottom of the [design objects] window. etc. you can choose to start each design object in a new page. or select another printer as default.2
Printing report
The report contains all the objects that are checked in the [design objects] window. you can choose to start each design object in a new page.
From the [Report Setup] you can adjust the looks of your report such as font. In this case simply connect/add a printer. In [Report Setup/Various/Change page for each chapter]. margins. margins. Otherwise the system will report – invalid printer. can be done from [Report Setup]. you can choose to start each design object in a new page. font. The order of the objects appearing in the preview can be adjusted with the two arrows at the bottom of the design objects window. In [Report Setup/Various/Change page for each chapter]. logo of caption or footnote. etc. From the printing dialog you can adjust the page number of the first page and the left margin in mm.
In order to print a report you must have a valid printer installed in your system. can be done from Report Setup.
21.
Reports
After designing the desired concrete objects they can be printed into a high quality report.

In the window which opens. If your windows do not support Greek character set.5
Report editing
To edit the report. expand the margins and set font to courier new and the font size to10. In order for the report to appear right in the Word. save the file to word or rtf format and do the changes from the new document. then from [Setup/Language Set-Up] select the language without the support of Greek mathematical symbols.
21. Thus the Greek characters will appear as alpha.
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. If you have Windows XP or 2000 you can add Greek language support in your Windows. with the [Preview/Text Insert] command. Depending on the Window installation the Greek mathematical symbols may not appear right.
21. beta etc.
21.rtf file. from Windows [Settings/Control Panel/Regional and Language Options/Advanced].3
Report to file
You can transfer the report (text only) to a RTF file.
21. alpha. In case your windows do not support Greek mathematical symbols. select all the text.BETONexpress
RUNET software
21. Depending on the window installation the Greek mathematical symbols may not appear right.7
Troubleshooting
Greek Mathematical symbols According to the notation used in the Eurocodes the report contains many Greek mathematical symbols. If your windows do not support Greek mathematical symbols.6
Printer Setup
Select printer. from windows [Settings/Control Panel/Regional and Language Options/Advanced]. the Greek mathematical symbols will not appear right. This text object can be treated like all the other objects of the program. Standard Windows dialog. In case you have windows XP or 2000 you may add Greek language support in your windows. write the text or read it from a *.4
Text insert
You can insert your own text in the report.g. and adjust printer properties. then from [Setup/Greek character support] select the language without the support of Greek mathematical symbols. which can be opened by Microsoft's Word. beta etc. In this case the Greek characters appear explicit e.

At the page place you can specify the letters you want to appear before the page number e. the logo of the design firm.2 Main report
You select the font type. In the last column you can set the font. By checking the corresponding boxes you can choose which of the above objects you want to appear on the caption. and an horizontal line on top. right. The position of these objects is regulated from the numbers in mm you specify in the boxes in columns 2 and 3. the page number and an horizontal line underneath. Courier new. or select a bitmap for the icon. the report subtitle or chapter title. as well as the size of the font. By checking the corresponding boxes you can choose which of the above objects you want to appear on the caption. bottom) in millimetres (mm).1. or the thickness and colour of the line. the file name of the project. at the project title.
22. margins etc. In the last column you can set the font. so that the report formulas and tables to be aligned properly. paper size. a small picture (bitmap). With the buttons at the bottom you can preview or print a sample of the header. line distance.1. With the buttons at the bottom you can preview or print a sample of the page footer.g. such as Courier.
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. Pg.1 Report Page Header
On the page’s header it can appear.1
Report –setup
Header. You can also specify the page margins (left. top.
22.1.
Report parameters
From the main menu you can adjust the appearance and the printout of the reports by using the [report parameters setup].
22. or the thickness and colour of the line. page footer.3 Report page footer
On the page’s footer it can appear. For the font type it is wise to select non proportional fonts. the chapter title. orientation. the report date. Lucida Console.
22.BETONexpress
RUNET software
22. The position of these objects is regulated from the numbers in mm you specify in the boxes in columns 2 and 3.

2
Page setup
22. The computations of every design objects will start on a new page. [Change page for each chapter].2 Report setup.2. You can Preview your new report cover and also do test print. margins are according to the figure. The style of text in the two text lines from the font style editor box. You can adjust the line distance in mm and the paragraph left margin in characters. warnings will be printed in red when computations are not satisfying the codes or standards. If you check.1 Report cover
You can design your own front page of the report. The outline's colour and thickness be changed.
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.
22. If you check. If you wish a picture on the cover. a picture (from bitmap file) and two text lines. you can choose from the examples or choose your own bitmap. The indentation can be adjusted in characters (not mm). The cover can be displayed with an outline. [Print Errors in red colour ]. Various
Report paragraphs etc. From [Report Setup/Page Preview/Report Cover] you can edit the features on the cover of the report. You can adjust the contents with the checkboxes. The indentation of paragraphs can be adjusted from the margin already set in [Report setup/Page-setup/main report].BETONexpress
RUNET software
22.2.

in the report. and its size is maintained.
23.
23.1. The Greek characters will appear as: alpha. the program will appear with the selected language. then from [Setup/Greek character support] select NO. Depending on the Window installation the Greek mathematical symbols may or may not appear right.1.5 User's guide
You can preview. You can reset the main screen to the default size by clicking at [Setup/Default screen size]. The windows which are opened inside the main window have a height limited by the height of the main screen.3 Decimal point symbol
You specify (. The size of the main screen is automatically set to the size the last time you opened the program.BETONexpress
RUNET software
23.1. . . or print the program user's manual.4 Screen dimensions
You can resize the main screen.
Program settings
23. You select to view it as a Word(doc) or as an Acrobat (pdf) document.1. If you have Windows XP or 2000 you can add Greek language support in your Windows. When you reopen.) for the decimal point appearing in the input data and the reports.
23. By changing the language and confirm it by [apply] program will close down. simply open the main screen.2 Language Set Up
You can choose the language of the program from the menu Setup/Language Setup]. beta etc.1 Greek character support
According to the notation used in the Eurocodes the report contains many Greek mathematical symbols.
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.) or (.1. If your Windows do not support Greek mathematical symbols. Go to [Settings/Control Panel/Regional and Language Options/Advanced]. If you want to have these windows larger.
23.

in polar (r . and the cross section properties (area. theta) coordinate. theta) coordinate. The area and the centroid of the region are computed. and the centroid is marked in red.. are computed. The area and the centroid of the region are computed.2 Areas (x. On the right of the window appears a sketch of the region..
Engineering tools
24.BETONexpress
RUNET software
24. moments of inertia.
24.4 Areas (sum of triangles)
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.y coordinates)
To find the area of a more or less complicated shapes you can use the area of the region .1.1. Give the points of the border line of an area.1. and the centroid is marked in red. with the buttons at the bottom left you can save the data in a file and read them back again later.1 Unit conversion Cross sections
Cross section properties. and section modulus). in polar (r .
24..3 Area (polar coordinates)
Give the points of the border line of an area.
24.etc.h. Give the cross section dimensions b. On the right of the window appears a sketch of the region. with the buttons at the bottom left you can save the data in a file and read them back again later.1.

and in retaining walls Eurocode 8 Part 5 In footings You specify the additional vertical loading and moments Mxx and Myy on the top of the footing due to earthquake.
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. Geotechnical design – General rules. Loading-2 Loading-3 Dead + ψ2xLive + Seismic x-x. defined in [Parameters/Retaining walls].4
Eurocode 8.BETONexpress
RUNET software
25. Partial factors for equilibrium limit state (EQU) verification.50. This coefficient has a default value 0. Dead + ψ2xLive + Seismic y-y
A restriction in seismic design is for the ratio of the (effective footing area)/(footing area)< coefficient. The horizontal seismic acceleration is taken as ah=αxg (where g is the acceleration of gravity). Geotechnical design
Eurocode 7. for EQU STR and GEO limit cases A. Seismic design
Seismic design is included in the footings.3. Two additional design load combinations are treated according to Eurocode 8.
A. EN 1997-1:2004. 2.
25.3
Eurocode 7. Partial factors for structural (STR) and geotechnical (GEO) limit states verification. Annex A. In retaining walls You specify the design ground acceleration ratio α.

due to active earth pressure. defined in [Parameters/Retaining walls].§ 7. The coefficients r and c are defined in the [Parameters/Retaining walls].50.W and Fv=kv. using the formula of Mononobe-Okabe [ref ]. This ratio is defined in [Parameters/Retaining walls].50.50.2as: kh=α/r.2 3 (6) for the shearing resistance between soil and wall to be les than a ratio (usually 2/3=0. A restriction in seismic design is for the ratio of the (effective footing area)/(footing area)< coefficient.3. These forces are equal to Fh=kh. The additional seismic forces.W. This coefficient has an usual value 0. are computed according to Eurocode 8 Part 5. Thus the increased active earth pressure with seismic loading is computed as
In addition horizontal and vertical forces are acting at the center of gravity of the wall due to the wall mass. and kv=cxkh.67) o the soil shearing resistance. An additional restriction is according to Eurocode 8 Part 5.3.§ 7.50. In the seismic loadings the effect of passive earth force is taken into account with a reduced factor defined in [Parameters/Retaining walls] and has an usual value 0. c=0. Annex E. and usually values are r=1. Where kh and kv the horizontal and vertical seismic coefficients.
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.BETONexpress
RUNET software
The final horizontal and vertical seismic coefficients affecting all the masses are taken according to Eurocode 8 Part 5.

Bottom.50 Beam height in [m] Mb=48.10 Bending moment in [kNm/m] for the slab cross section.20 Slab thickness in [m]. Cb=15 Concrete cover in [mm] D=10 Rebar diameter (optimum).00 Uniformly distributed permanent load in addition to self weight in [kn/m Uniformly distributed variable load in [kn/m
²]
²]
BEAM-1
Beam section of orthogonal cross section NM=BEAMA-1 Name of slab object (any name up to 16 characters). The program uses a optimum diameter around this. Many material cards may be included. If you use D=14.20 Slab thickness in [m]. Right. The program uses a optimum diameter around this.56 Beam axial force in [kN]
BEAM-2
Beam section of T cross section Cb=25 Concrete cover in [mm] D=14 Rebar diameter (optimum).1 then only 14 mm rebar diameter will be used BW=0. If you use D=14. 0=support 1=fixed Numbers in order Left.1 then only 10 mm rebar diameter will be used TP=0011 Support conditions.
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. If you use D=10.25 Effective beam width in [m]
NM=BEAMT-5 Name of slab object (up to 16 characters).60 Span x in [m] Ly=4. Cb=15 Concrete cover in [mm] D=10 Rebar diameter (optimum).
PLATE-1
Cross section of Plate NM=SLAB-1 Name of slab object (any name up to 16 characters) *** NOTE object names are unique and must not repeated ***** H=0. The program uses an optimum diameter around this.1 then only10 mm rebar diameter will be used Mb=12.20 Beam width in [m] H=0.00 Span y in [m] g=0.65 Beam bending moment in [kNm] Vs=56.80 Beam shear force in [kN] Na=12.20 Beam width in [m] Bf=1. then the default values that are set in the program the moment you read the command file are taken. The program uses a optimum diameter around this.
PLATE-2
Two way slab NM=SLAB-1 Name of slab object (up to 16 characters) H=0. Each one affects the set of following commands. Top supports Lx=3.BETONexpress
RUNET software
If Material Command is omitted.1 then only14 mm rebar diameter will be used TP=1 Beam type 0=orthogonal cross section 1=T beam 2=L beam BW=0. Cb=25 Concrete cover in [mm] D=14 Rebar diameter (optimum).80 q=2. If you use D=10.